Caltrans Guidelines on Foundation Loading Due to Liquefaction Induced Lateral Spreading

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1 Caltrans Guidelines on Foundation Loading Due to Liquefaction Induced Lateral Spreading Tom Shantz, Caltrans January 28, 2011 NACGEA Workshop

2 PEER TEAM Scott Ashford (OSU) Ross Boulanger (UCD) Scott Brandenberg (UCLA) PEER Guidelines Project Participants and Organization CALTRANS TEAM Tom Shantz Internal Review Team Caltrans Guidelines

3 Lessons from history. Showa Bridge, Niigata (1964) Source: ce.washington.edu

4 Nishinomiya-ko bridge, Kobe (1995)

5 Puente Tubul, Chile (2010) Photo by Yashinsky

6 Better performance Shukugawa Bridge, Kobe (1995)

7 Better performance Photos by Yashinsky Heisei Bridge, Sabaichi River, Niigata (2007)

8 Better performance Kaiun Bridge, Sabaichi River, Niigata (2007) Photos by Yashinsky

9 Better performance Photos by Yashinsky Rinko Yasaka Bridge, Ugawa River, Niigata (2007)

10 Caltrans current practice per Memo to Designer Crust 0.67 P ULT Liquefied Dense liquefied soil modeled as factored p-y curves (0.10 p-multiplier) 67% of the ultimate passive crust load is applied to the cap no inertial loads are considered performance criteria: piles remain elastic

11 Issues the Guidelines Team sought to address Fill Liquefiable Soil Dense Soil Crust load deformation behavior. How much deformation to reach ultimate passive pressure? Adjustments for non-plane strain behavior. Prediction of crust displacement. Potential restraining effect of the foundation. Potential restraining effect of the superstructure. Contribution of inertial loads to the foundation displacement demand. More specific performance criteria.

12 The team must confront challenging issues Pile pinning effect Crust pile cap interaction Residual strength Estimation of crust displacement Static vs. dynamic loading Kinematic and inertial load combination

13 Strategy: Where possible, rely on test results. NIED Shake Table: Elgamal (2003) UC Davis centrifuge: Boulanger, Chang, Brandenberg, Armstrong, and Kutter (2006)

14 Field testing Port of Takachi Tests by Ashford (2002)

15 Extend test results with numerical modeling Fill in gaps with judgment + +

16 Caltrans Guidelines Limitations Since every project has unique aspects, these guidelines should not be used to constrain or replace engineering judgment. Software Options Nonlinear moment-stiffness behavior: xsection, XTRACT, LPILE 5, others Soil-foundation interaction: LPILE 5, wframe, SAP2000 Slope stability: most commercial codes no special requirements

17 Caltrans Guidelines Two design cases considered Fill Liquefiable Soil Dense Soil Unrestrained ground displacement Foundation restrained ground displacement

18 Caltrans Guidelines Unrestrained ground displacement case: Equivalent Nonlinear Static Analysis Approach Crust loads applied through imposed soil displacement profile LPILE 5 is limited to a single pile analysis

19 (Zc D)/T 0 0 WT /T 14

20 Crust Log-spiral Passive Crust Rankine Passive Liquefied Sand Liquefied Sand Case A Case B Adjustment for wedge effect by Ovensen (1964). K w ~ 1.3

21 p group =(p single )(N piles )(m p ) or p group =(p soft clay )(N piles ) m p = N N 2 Matlock (74) soft clay p-y Matlock model with S u = S res and ε 50 = 0.05

22 Caltrans Guidelines Unrestrained ground displacement case: Equivalent Nonlinear Static Analysis Approach Crust loads applied through imposed soil displacement profile LPILE 5 is limited to a single pile analysis

23 Pile stiffness Linear case: EI group =(EI single )(N piles ) Nonlinear case: (See plot ) M max (φ a,m a ) Moment φ a = 12 φ y M a = 1.1 M max Stiffness (EI) φ y Curvature φ a Moment

24 Caltrans Guidelines Unrestrained ground displacement case: Equivalent Nonlinear Static Analysis Approach Crust loads applied through imposed soil displacement profile LPILE 5 is limited to a single pile analysis

25 x i K ax, n i K M 144K ax n i x i 2 Class 100 pile: K ax = 0.75 (400 kips) / 0.25 in = 1200 kips/in

26 Inertial Loads H V i = (1 or 2) x M o H or M i =M o (LPILE 5: M i 0 ) M o V F cap i =0.65 PGA m cap Abutment Case: assume inertial loads are zero

27 Caltrans Guidelines Unrestrained ground displacement case: Equivalent Nonlinear Static Analysis Approach Combination of kinematic and inertial loading Crust loads applied through imposed soil displacement profile LPILE 5 is limited to a single pile analysis

28 Combination of kinematic and inertial loading

29 Caltrans Guidelines Performance Criteria Cap Displacement Pile Moment Pile Shear Well confined pilings Well confined abutment pilings Poorly confined pilings *H = column height H/20 M a SDC inches M a SDC inches - -

30 Caltrans Guidelines Two methods of estimating ground displacement Strain potential approach Newmark approach

31 Caltrans Guidelines Strain potential approach - hybrid of Faris (2004) and Zhang (2004)

32 Adjustment for open face conditions 2 for L/H < 4 H H max = H max. F amp F amp = 6 (L/H) -0.8 for 4 < L/H < 9 L 1 for 9 < L/H Adjustment for near-flat conditions S = ground slope

33 Caltrans Guidelines Newmark based approach (Bray and Travasarou, 2007) ] PGA based on 975 year hazard

34 Caltrans Guidelines Foundation restrained ground displacement design case: F s Failure Surface R K y R (k/ft) D (in) Fill Liquefiable Soil Dense Soil

35 Disp (in) Shear (kips) Avg (kips) Equivalent constant shear 4H (max) Resistance (R) H (2) (3) (1) Displacement

36 Caltrans Guidelines Performance Criteria Cap Displacement Pile Moment Pile Shear Well confined pilings Well confined abutment pilings Poorly confined pilings *H = column height H/20 M a SDC inches M a SDC inches - -

37 Caltrans Guidelines Guideline availability: The new guidelines are available on ARS Online website Technical References Link ( Any questions or concerns, or you can t find the guidelines, contact me at tom.shantz@dot.ca.gov

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